CN107288657B - The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground - Google Patents

Abstract

The invention discloses a comprehensive control method for grouting in the seepage failure zone of the weakly cemented rock mass at the top of an underground project, which includes the combined use of geological analysis and geophysical exploration methods to find out the hydrogeological conditions of the treatment area; the seepage instability failure section and the affected area Support strengthening; design of drainage and pressure reduction-layered grouting treatment plan; drainage and pressure reduction drilling construction and layered grouting project implementation and dynamic adjustment; drainage and pressure reduction hole high-pressure and large-flow dynamic water sealing; strengthening enclosure Rock deformation monitoring and other steps. After this construction method is adopted, the reinforcement of weakly cemented rock mass and the plugging of high-pressure and large-flow water influx are implemented in layers and stages, which effectively solves the problem of long construction period and easy to cause secondary geological disasters, and improves grouting efficiency. , creating good social and economic benefits.

Description

The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground

Technical field

The present invention relates to a kind of tunnels and underground engineering geological hazard control technology, the undergrounds such as especially a kind of tunnel tunnel Weak cementing rock mass seepage failure area sluicing decompression-delamination pour slurry comprehensive processing method at the top of engineering.

Background technique

Fault belt, packed type are inevitably passed through in the construction of the underground engineerings such as tunnel, power station, mine working The unfavorable geologic bodies such as solution cavity, all badness geologic bodies are often connected to rich water water-bearing layer, become water space and containing conduit pipe, quilt Long-term water burst is tended to occur after exposure.Trace it to its cause is that excavation disturbance causes to generate plastic failure area and free face, ground in country rock Being lauched penetration causes the fine graineds ingredient such as clay to be carried out, and the scale of conduit pipe extends with exposure duration and increased, table It is now that at one or a few places concentrate water burst；At the same time, coffer mechanics performance runs down, and top plate sedimentation, side wall convergence quickly increase Greatly, serious person causes larger landslide, and induced water inrush is dashed forward mud.In addition, western each mining area coal such as China Inner Mongol, Xinjiang Resourceful, these regional coal-bearing strata diagenesis times are short, the main cementing difference of mining coal seam adjoining rock, and in roof strata Thickness is usually dispersed with up to hundred meters of water-bearing layer.To prevent top plate water damage, top plate water-bearing layer must be carried out before working face extraction Draining hook.It is limited by cementing Rock Nature weak, intensity is low, constantly softening, argillization country rock, and companion during roof water white-out With hydraulic fracture, conduit pipe in rock mass is caused to gradually form and become the important channel type seeped under roof water；Channel extension And networking can lead to large-scale roof strata and generate displacement, partial region forms the water storages such as absciss layer in intersection containing water barrier Construction.Under the multiple factors long terms such as lithology, groundwater seepage pressure, construction, rock mass seepage failure damage type geology calamity Evil is lasting to be occurred, and underground engineering construction and operation security are seriously threatened.

The disaster of underground engineering such case mainly passes through two methods of Enhanced support and grouting and reinforcing or two methods Implement simultaneously.Presently, there are following problems: 1. supporting intensity is increasing, and cost is higher and higher, but country rock self-strength does not have It is improved, calamity source and channel is caused not to punish, there are still landslides, roof fall risk；2. country rock self-strength can be improved in slip casting, reduce Its permeability, however, gap is big, infiltration is strong, intensity is low, cementing weak feature since catastrophe area rock mass has, it is difficult to bear high Grouting pressure, static pressure grouting may cause the secondary geological disasters such as landslide by force.Therefore, the prominent discharge disaster of such underground engineering is controlled Reason needs to carry out under the premise of ensureing that roof rock mass is stablized, i.e., supporting reinforcement+reasonable grouting process conjunctive use could obtain reason The regulation effect thought.

Summary of the invention

The purpose of the present invention is exist to overcome the above-mentioned prior art to administer in weak cementing rock mass seepage failure geological disaster Such as regulation effect pay no attention to and think of the problems such as easily causing secondary disaster, provide a kind of top of underground weak cementing rock mass infiltration Destruction area slip casting integrated control method.

To achieve the above object, the present invention adopts the following technical solutions:

A kind of weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, comprising the following steps:

A) conjunctive use geological analysis and geophysical exploration about exhausted means are found out and administer area's hydrogeologic condition, comprising:

1) draws research area's hydrogeological profile, analyzes underground engineering superstratum lithology combination feature, determines and causes calamity Water-bearing layer and master control conduit pipe type；

2) carries out the work of top plate geophysical exploration about exhausted, draws a circle to approve overlying strata hydrous fluids form and range, instructs hazard management work Make；

B) seepage failure destroys supporting in section and the zone of influence and strengthens, i.e., is mutually tied using interim rigid protection with flexible support The means of conjunction destroy seepage failure and form supporting strengthening segment within the scope of section and adjacent 10 ~ 20m；

C) sluicing decompression-delamination pour slurry resolution design is enclosed that is, in roof strata hydrous fluids construction sluicing decompression hole Delamination pour slurry reinforced hole is applied around sluicing decompression hole；Injected hole point sequence is constructed, and using protrusive segmenting slip casting mode to above covering Stratum gradually reinforces from shallow to deep；Finally sluicing decompression hole slip casting is blocked；

D) it is rich sufficiently to reinforce country rock mesohigh to the sluicing decompression drilling construction and delamination pour slurry engineering construction of step C) by Weak cementing rock mass between water construction and underground engineering, inlet well arrangement and grouting parameter in the light of actual conditions dynamically adjust；

E) sluicing decompression hole high-pressure high-flow blocking in flowing water, including sluicing decompression hole are infused using sluicing-slip casting and static pressure Two stages grouting method is starched to carry out；Water burst controlling in hole is drained by tapping pipe in drain hole, steel pipe is fixed by mould bag And sluicing-slip casting stage annular diffusion space is constituted with hole wall；After grout cures, closes tapping pipe and open static pressure grouting Stage；

F) surrouding rock deformation real-time monitoring ensures that engineering safety is implemented.

The step A) in 1) specifically include the rock of the weak cementing water barrier that research causes between calamity water-bearing layer and underground engineering Property and thickness space Distribution Characteristics, qualitative analysis administer area's rock mass underground aquaporin forming process and rock mass reduction deformation original Cause judges a possibility that absciss layer occurs.

It 2) specifically includes in the step A and research area is pushed up using transient electromagnetic, geological radar geophysical exploration about exhausted method Plate is detected, and top plate rich water zone position and form are analyzed；By with hydrogeologic section joint interpretation, draw a circle to approve and absciss layer area or lead Water constructs controlling water-containing space, that is, conduit pipe range, instructs inlet well and drain hole pattern and depth.

Interim rigid protection in the step B is selected as grillage, concrete column or I-steel according to construction condition Bracing members, 1000 ~ 2000mm of every Pin spacing；The C20 gunite concrete that the flexible support uses with a thickness of 250mm thickness, it is built-in Single layer steel mesh.

The step C) in, if top plate hydrous fluids are separated strata seeper area, sluice and drop directly against construction in the middle part of absciss layer area Press hole；If surrounding rock deterioration is mainly caused by tomography class permeable structure, the decompression hole that sluices is applied in master control containing on permeable structure Trip forces underground water to be mainly discharged along drain hole so that Groundwater movement channel is truncated.

The step D) in, sluicing decompression hole is applied for the roof strata hydrous fluids in underground engineering superstratum, is let out Water decompression hole is using geological drilling rig construction elevation angle hole, and steps are as follows:

First using Noncoring drill bit aperture to 6m, the long 5m outer diameter seamless steel pipe of tripping in makees level-one orifice tube；

It is cased with the 1# mould bag processed by geotextiles on the outside of the level-one orifice tube, and mould bag is located at and is welded on level-one orifice tube On two 1# limiters between；

The 1# mould bag upper/lower terminal head is fixed on level-one outside of sleeve using wire binding mode, and lower end connects 1# Grouting Pipe；

Pass through the slip casting into 1# mould bag of 1# Grouting Pipe behind level-one orifice tube tripping in hole；

Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R are general Logical cement quality ratio is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2.5MPa；

1# mould bag is propped up after the grout cures of injection, at the same squeeze around be crushed soft rock mass, reach level-one orifice tube with Breaking surrounding rock is closely engaged and the purpose of fixed orifice pipe；

After level-one orifice tube is fixed, constructed using Noncoring drill bit to design hole depth, the second hole of tripping in seamless steel pipe production Mouth pipe；Fixing seal is rolled up by quick-hardening cement between the second level orifice tube and level-one orifice tube；

Second level aperture length of tube is 10 ~ 15m, and 5 ~ 10m of front end is fabricated to floral tube, is drilled with multiple groups water seepage hole, has both played drilling Retaining wall effect, prevents drilling from blocking, and underground water in water abundant ground can be made to be discharged.

The step D) in, around sluicing, delamination pour slurry reinforced hole is laid in decompression drilling, lays mode according to site operation Condition is arranged as annular or rectangle；The grouting and reinforcing hole is divided into 3 sequences, wherein I sequence pitch of holes is 4 ~ 6m, II sequence hole Spacing is 2 ~ 3m, and III sequence pitch of holes is 1m, successively implements slip casting to each sequence hole according to I ~ III sequence in work progress.

Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R are general Logical cement quality ratio is 0.8:1 ~ 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement list Slurry and waterglass volume ratio are 1:1 ~ 3:1, and slip casting termination pressure is selected as 2 ~ 3MPa.

The step E) in, sluicing decompression hole, which blocks, uses sluicing-slip casting and static pressure grouting two stages grouting method, including Following steps:

It is processed into tapping pipe first with seamless steel pipe, tapping pipe both ends thread is connected to each other by screw thread；

The 2# mould bag processed by geotextiles is cased on the outside of the tapping pipe of the top, and 2# mould bag is between 2# limiter；

2# mould bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, and lower end connects 2# Grouting Pipe；

Tapping pipe is sent to predetermined position through screwed connection drilling machine, by drilling machine, i.e. 2# mould bag is arranged to master control in drilling 1 ~ 2m below conduit pipe position；

After tapping pipe tripping in, using 2# Grouting Pipe to 2# mould bag slip casting；

Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R are general Logical cement quality ratio is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2 ~ 3MPa；

2# mould bag is propped up after injection grout cures, while squeezing and being crushed soft rock mass around to fix tapping pipe, and forcing Water burst is flowed out through tapping pipe in hole；

Tapping pipe lower end is connect with second level orifice tube through 1# filling adaptor；

1# filling adaptor processes two circular holes and is each passed through tapping pipe and 2# by screwed connection second level orifice tube, bottom plate Grouting Pipe installs latter three to tapping pipe and is welded and fixed；

Annular space between tapping pipe and hole wall becomes the slurries diffusion admittance of first stage slip casting；

First stage slip casting is to be let out by the 3# Grouting Pipe connecting with 1# filling adaptor in tapping pipe in sluicing-slip casting stage Implement during water, reinforces drain hole superficial part country rock；

Injecting paste material uses cement single slurry, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water shale Amount is than 0.8:1~1:1,3 ~ 4MPa of grouting pressure.

After sluicing-slip casting stage terminates 48 hours, slurries gelinite is able to bear grouting pressure；

Being blocked using tapping pipe slip casting containing conduit pipe is the static pressure grouting stage, passes through screwed connection through 2# filling adaptor Sluicing tube end, water burst can be closed by closing high-pressure ball valve；

Implement static pressure grouting through 4# Grouting Pipe, static pressure grouting mainly filling tapping pipe and its exposure contain conduit pipe, And by high pressure ground water preservation space metathesis be slurries, thus reach block channel, intercept water source, reinforce the multiple mesh of water barrier 's.

Injecting paste material selects cement single slurry, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water shale Amount is than 0.8:1~1:1,4 ~ 5MPa of grouting pressure.

The step F) in, during drilling applies and Grouting engineering is implemented, according to country rock situation in seepage failure damage type Monitoring section is arranged in catastrophe area and the zone of influence, and catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, with Top plate sedimentation and lateral wall convergent deformation situation during supervision control engineering is implemented；Monitoring curve is drawn simultaneously, instructs the dynamic of grouting pressure State adjustment.

The beneficial effects of the present invention are: the present invention solves existing method punishment roof rock mass because of seepage failure while causing Concentrate the improvement period of the geological disasters such as water burst and rock stratum large deformation is long, effect is undesirable, easily causes secondary geological disaster etc. to ask Topic.After taking this engineering method to construct, by weak cementing rock mass reinforcing and high-pressure high-flow water burst block by different level, it is real stage by stage It applies, shortens the punishment duration of the weak cementing country rock seepage failure type geological disaster of top of underground, ensured surrounding rock consolidation model It encloses and intensity, especially centralized high voltage big flow concentrates water burst area country rock to be reinforced by different level, avoid mandatory static pressure note Secondary geological disaster caused by slurry occurs, and effectively increases governance quality, creates good Social benefit and economic benefit.

Detailed description of the invention

Fig. 1 is construction technology process block diagram of the invention；

Fig. 2 is the diagrammatic cross-section of resolution of the present invention；

Fig. 3 is sluicing decompression hole structural schematic diagram of the invention；

Fig. 4 is that sluicing decompression hole of the invention blocks schematic diagram；

In figure, 1, rich water water-bearing layer；2, weak cementing rock mass (relative water resisting layer)；3, the underground space；4, separated strata seeper area；5, Permeable structure；6, sluicing decompression hole；7, interim rigid protection；8, temporary flexible supporting；9, delamination pour slurry reinforced hole；10, level-one Orifice tube；11,1# mould bag；12,1# limiter；13,1# Grouting Pipe；14, second level orifice tube；15, overflow hole；16, quick-hardening cement Volume；17, tapping pipe；18,2# mould bag；19,2# limiter；20,2# Grouting Pipe；21,1# filling adaptor；22, slurries diffusion annular Space；23,3# Grouting Pipe；24,2# filling adaptor；25, high-pressure ball valve；26,4# Grouting Pipe；27, monitoring section.

Specific embodiment

Present invention will be further explained below with reference to the attached drawings and examples.

This specification structure depicted in this specification institute accompanying drawings, ratio, size etc., only to cooperate specification revealed interior Hold, so that those skilled in the art understands and reads, is not intended to limit the invention enforceable qualifications, therefore does not have skill Essential meaning in art, the modification of any structure, the change of proportionate relationship or the adjustment of size can be produced not influencing the present invention Under raw effect and the purpose that can reach, should all still it fall in the range of disclosed technology contents obtain and can cover. Meanwhile cited such as "upper" in this specification, "lower", "left", "right", " centre " and " one " term, be merely convenient to Narration is illustrated, rather than to limit the scope of the invention, relativeness is altered or modified, without substantive change Under technology contents, when being also considered as the enforceable scope of the present invention.

As Figure 1-Figure 4, the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, including with Lower step:

1, conjunctive use geological analysis and geophysical exploration about exhausted means are found out and administer area's hydrogeologic condition

According to the geological prospecting borehole data near the underground engineerings such as tunnel or tunnel, draws and administer area's large scale hydrology Log sheet analyzes the lithology combination feature and geological structure developmental state of superstratum, determines 1 layer of cause calamity water-bearing layer (body) Position and geological structure type.Research causes the weak cementing rock mass (relative water resisting layer) 2 between calamity water-bearing layer (body) 1 and underground engineering 3 Lithology and thickness space Distribution Characteristics, qualitative analysis administer area's rock mass underground aquaporin forming process and rock mass reduction deformation The reason of, judge a possibility that absciss layer 4 occurs.

Research area's top plate is detected using the geophysical exploration about exhausted such as transient electromagnetic, geological radar method, analyzes top plate Rich water zone position and form.By with hydrogeologic section joint interpretation, draw a circle to approve the controllings such as absciss layer area 4 or permeable structure 5 contain Hydrospace (conduit pipe) range, instructs inlet well and drain hole pattern and depth.

2, seepage failure destroys supporting in section and the zone of influence and strengthens

Section and adjacent 10 ~ 20m model are destroyed to seepage failure using the means that interim rigid protection is combined with flexible support Enclose interior formation supporting strengthening segment.

The interim rigid protection can be selected as grillage according to construction condition, cross section is the mixed of 500 × 500mm Solidifying earth pillar or 25b I-steel bracing members, 1000 ~ 2000mm of every Pin spacing.The flexible support uses thick with a thickness of 250mm C20 gunite concrete, the long steel mesh multiplied by wide 400m × 400m, φ 8mm of built-in single layer.

3, sluicing decompression-delamination pour slurry resolution design

According to geological analysis and geophysical exploration about exhausted synthesis result, in roof strata hydrous fluids construction sluicing decompression hole 6.Institute The purpose is to reduce roof overburden mesohigh water during slip casting to prevent roof strata to the penetration of rock stratum for the sluicing decompression hole 6 stated It is middle to form the Lentic environment for sealing high pressure and country rock compressive deformation is caused to destroy.

If top plate hydrous fluids are separated strata seeper area 4, directly against sluicing decompression hole of constructing in the middle part of absciss layer area；

If surrounding rock deterioration is mainly caused by the permeable structures such as tomography 5, the decompression hole that sluices is applied in master control structure containing water guide Upstream is made, Groundwater movement channel is truncated, underground water is forced mainly to be discharged along drain hole.

Delamination pour slurry reinforced hole 9 is applied around sluicing decompression hole 6, injected hole point sequence is constructed, and using protrusive segmentation note Slurry mode gradually reinforces superstratum from shallow to deep.Finally sluicing decompression hole slip casting is blocked, completes harnessing project.

4, sluice decompression drilling construction and delamination pour slurry engineering construction and dynamic adjustment

Sluicing decompression hole is applied for the concentration hydrous fluids in underground engineering superstratum, sluicing decompression hole 6 uses geology Drilling machine construction elevation angle hole, step are as follows:

First using outer diameter φ 168mm Noncoring drill bit aperture to 6m, the long 5m outer diameter φ 146mm seamless steel pipe of tripping in makees level-one Orifice tube 10.

It is cased with the 1# mould bag 11 processed by geotextiles on the outside of level-one orifice tube, and mould bag is located at and is welded on level-one orifice tube Two 1# limiters 12 between.

11 upper/lower terminal head of 1# mould bag is fixed on level-one outside of sleeve using wire binding mode, and lower end connects 1# note Starch pipe 13.

Pass through the slip casting into 1# mould bag 11 of 1# Grouting Pipe 13 behind level-one orifice tube tripping in hole.

Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: (water is common with 42.5R for the cement slurry ratio of mud Cement quality ratio) it is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2.5MPa.

The grout cures back brace molding bag of injection, while squeezing and being around crushed soft rock mass, reach level-one orifice tube and breaking Broken country rock is closely engaged and the purpose of fixed orifice pipe.

After level-one orifice tube is fixed, constructed using outer diameter φ 137mm Noncoring drill bit to design hole depth, tripping in outer diameter φ The second level orifice tube 14 of 108mm seamless steel pipe production.

Second level aperture length of tube is fixed according to the actual situation, and generally 10 ~ 15m, 5 ~ 10m of front end is fabricated to floral tube, is drilled with more Group water seepage hole 15, both plays the role of borehole wall-protection, prevents drilling from blocking, and underground water in water abundant ground can be made to be discharged.

16 fixing seals are rolled up by quick-hardening cement between second level orifice tube 14 and level-one orifice tube, which is known Engineering method；After the completion of the construction of sluicing decompression hole, disaster area underground water mainly passes through drain hole centralized discharge, and other locations of country rock are seeped Discharge reduction.

It is depressured drilling laying delamination pour slurry reinforced hole around sluicing, laying mode is arranged as annular according to construction condition Or rectangle.

Grouting and reinforcing hole is divided into 3 sequences, wherein I sequence hole, 3 spacing is 4 ~ 6m, II sequence hole, 4 spacing is 2 ~ 3m, III sequence hole 5 spacing are 1m, successively implement slip casting to each sequence hole according to I ~ III sequence in work progress.

Grouting process is protrusive segmenting slip casting technique, and this method is known engineering method, is repeated no more.

Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows: (water is common with 42.5R for the cement slurry ratio of mud Cement quality ratio) it is 0.8:1 ~ 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement list Slurry and waterglass volume ratio are 1:1 ~ 3:1, and slip casting termination pressure is selected as 2 ~ 3MPa.Above-mentioned grout coordinate ratio and grouting parameter are Applicant is obtained by long-term engineering practice and summary of experience, ensure that slip casting effect.

Sluicing decompression drilling hole amount, position etc. can be adjusted according to field condition；Inlet well lays mode, grouting sequence Dynamic need to be needed to adjust according to scene.

5, sluicing decompression hole high-pressure high-flow blocking in flowing water

After underground engineering roof cracking rock mass is reinforced, the sluicing decompression hole as concentration issue need to be sealed in time It is stifled.Water burst has high-pressure high-flow feature in sluicing decompression hole, and long-time water burst will cause to wash away to hole wall rock mass, and cause to infuse It starches stabilization zone rock mass water content to increase, slip casting effect reduces under long term, or even seepage failure damage type disaster occurs again. In addition, the presence of sluicing decompression hole will lead to operating condition deterioration unless being used as dewatering orifice, it is unfavorable for keeping the safety in production, therefore must It need be blocked.

Sluicing decompression hole is blocked to be carried out using sluicing-slip casting and static pressure grouting two stages grouting method.

It is processed into the tapping pipe 17 of single long 1500mm first with the seamless steel pipe of outer diameter Φ 63.5mm, wall thickness 8mm, lets out Water pipe both ends thread, is connected to each other by screw thread.The 2# mould bag 18 processed by geotextiles, and 2# are cased on the outside of the tapping pipe of the top Mould bag is between 2# limiter 19.

2# mould bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, and lower end connects 2# Grouting Pipe 20。

Tapping pipe is sent to predetermined position through screwed connection drilling machine, by drilling machine, i.e. 2# mould bag 18 is arranged to main in drilling 1 ~ 2m below conduct aquaporin position.

After tapping pipe tripping in, using 2# Grouting Pipe 20 to 19 slip casting of 2# mould bag.

Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: (water is common with 42.5R for the cement slurry ratio of mud Cement quality ratio) it is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2 ~ 3MPa.

2# mould bag is propped up after injection grout cures, while squeezing and being crushed soft rock mass around to fix tapping pipe, and forcing Water burst is flowed out through tapping pipe in hole.

17 lower end of tapping pipe is connect with second level orifice tube through 1# filling adaptor 21.1# filling adaptor passes through screwed connection second level Orifice tube, bottom plate process two circular holes and are each passed through tapping pipe 17 and 2# Grouting Pipe 20, install latter three to tapping pipe It is welded and fixed.

Annular space 22 between tapping pipe 17 and hole wall becomes the slurries diffusion admittance of first stage slip casting.

First stage slip casting be sluicing-slip casting stage sluiced by the 3# Grouting Pipe 23 being connect with 1# filling adaptor Pipe is implemented under the conditions of sluicing, and reinforces drain hole superficial part country rock.Injecting paste material uses cement single slurry, and grouting parameter is as follows: cement Pulp-water gray scale (water and 42.5R ordinary cement mass ratio) 0.8:1~1:1,3 ~ 4MPa of grouting pressure.

After sluicing-slip casting stage terminates 48 hours, slurries gelinite has some strength, and Surrounding Rock Strength is higher, Neng Goucheng By grouting pressure.

Being blocked using tapping pipe slip casting containing conduit pipe is the static pressure grouting stage.

Through 2# filling adaptor 24 by screwed connection sluicing tube end, water burst can be closed by closing high-pressure ball valve 25.Through 4# Grouting Pipe 26 implements static pressure grouting, and static pressure grouting is mainly the conduit pipe that contains for filling tapping pipe and its exposure, and by underground water Existing space metathesis is slurries, blocks channel to reach, intercepts water source, reinforce the multipurpose of water barrier.Injecting paste material Cement single slurry is selected, grouting parameter is as follows: the cement slurry ratio of mud (water and 42.5R ordinary cement mass ratio) 0.8:1~1:1, 4 ~ 5MPa of grouting pressure.

6, surrouding rock deformation real-time monitoring ensures that engineering safety is implemented

During drilling applies and Grouting engineering is implemented, according to country rock situation in seepage failure damage type catastrophe area and the zone of influence Arrange monitoring section, catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, implements the phase with supervision control engineering Between top plate sedimentation and lateral wall convergent deformation situation.Monitoring curve is drawn simultaneously, the dynamic of grouting pressure is instructed to adjust.

Above-mentioned, although the foregoing specific embodiments of the present invention is described with reference to the accompanying drawings, not protects model to the present invention The limitation enclosed, those skilled in the art should understand that, based on the technical solutions of the present invention, those skilled in the art are not Need to make the creative labor the various modifications or changes that can be made still within protection scope of the present invention.

Claims (10)

1. a comprehensive control method for grouting in the permeation failure zone of weakly cemented rock mass at the top of an underground project, is characterized in that, comprises the following steps: A). Combine geological analysis and geophysical exploration methods to identify the hydrogeological conditions of the treatment area, including: 1) Draw the hydrogeological profile of the study area, analyze the lithological combination characteristics of the overlying strata of the underground engineering, and determine the type of the disaster-causing aquifer and the main control water channel; 2) Carry out the geophysical exploration of the roof, delineate the shape and scope of the overlying rock and water-rich area, and guide the disaster management work; B). Strengthening of the support in the seepage instability failure section and the affected area, that is, the combination of temporary rigid support and flexible support is used to form the support reinforcement section in the seepage instability failure section and the adjacent 10-20m range; C). Design of drainage and depressurization-layered grouting treatment plan, that is, to construct drainage and decompression holes in the water-rich area of the roof rock layer, and to construct layered grouting reinforcement holes around the drainage and decompression holes, and the grouting holes are sequenced. construction, and the overlying stratum is gradually strengthened from shallow to deep by means of forward segmented grouting; finally, the drainage and pressure relief holes are grouted and plugged; D). Carry out the construction of the drainage and pressure relief hole and the layered grouting project in step C), fully reinforce the weakly cemented rock mass between the high-pressure water-bearing structure in the surrounding rock and the underground engineering, grouting drilling arrangement and grouting The parameters are dynamically adjusted according to the actual situation; E). The drainage and pressure relief holes are sealed with high pressure and large flow of dynamic water, including the drainage and pressure relief holes using the two-stage grouting method of drainage - grouting and static pressure grouting; Controlled drainage of water in the hole, the steel pipe is fixed by the mold bag and forms an annular diffusion space in the drainage-grouting stage with the hole wall; after the slurry solidifies, the drainage pipe is closed and the static pressure grouting stage is started; F). Real-time monitoring of surrounding rock deformation to ensure the safe implementation of the project. 2. The comprehensive control method for grouting in the seepage failure zone of the weakly cemented rock mass at the top of the underground engineering according to claim 1, wherein 1) in the step A) specifically includes studying the relationship between the disaster-causing aquifer and the underground engineering. The lithology and thickness spatial distribution characteristics of the weakly cemented aquifer, qualitatively analyze the formation process of groundwater channels in the rock mass in the treatment area and the reasons for the weakening and deformation of the rock mass, and judge the possibility of separation. 3. The comprehensive control method for grouting in the permeation failure zone of weakly cemented rock mass at the top of an underground project as claimed in claim 1, wherein 2) in the step A specifically includes using transient electromagnetic and geological radar geophysical exploration methods to The roof of the study area is explored to analyze the location and shape of the water-rich area on the roof; through joint interpretation with the hydrogeological profile, the delineation zone or water-conducting structure-controlled water-bearing space, that is, the water-conducting channel range, is used to guide grouting drilling and drainage and drainage. Press hole layout method and depth. 4. The comprehensive control method for grouting in the penetration failure zone of weakly cemented rock mass at the top of an underground project as claimed in claim 1, wherein the temporary rigid support in the step B is selected as a wooden stack, a concrete column according to on-site construction conditions Or I-beam steel support, with a spacing of 1000~2000mm between each beam; the flexible support is made of C20 shotcrete with a thickness of 250mm, with a built-in single-layer steel mesh. 5. The comprehensive control method for grouting in the seepage failure zone of the weakly cemented rock mass at the top of the underground engineering according to claim 1, wherein in the step C), if the water-rich zone on the roof is a layered water zone, then directly For the construction of drainage and pressure relief holes in the middle of the separation zone; if the deterioration of surrounding rock is mainly caused by fault-type water-conducting structures, the drainage and pressure-reducing holes should be installed upstream of the main control water-conducting structure to cut off the groundwater migration channel. The groundwater is forced to be discharged mainly along the drainage and pressure relief holes. 6. The comprehensive control method for grouting in the penetration failure zone of the weakly cemented rock mass at the top of the underground project according to claim 1, wherein in the step D), the water-rich zone of the roof rock layer in the overlying stratum of the underground project is applied. As drainage and pressure relief holes, the drainage and pressure relief holes are constructed with geological drilling rigs as elevation holes. The steps are as follows: First, use a coreless drill to drill a hole to 6m, and run a 5m long outer diameter seamless steel pipe as a first-level orifice pipe; The outer side of the first-level orifice pipe is covered with a 1# mold bag processed by geotextile, and the mold bag is located between two 1# limiters welded on the first-level orifice pipe; The upper and lower ends of the 1# mold bag are fixed on the outside of the primary casing by means of wire bundling, and the lower end is connected to the 1# grouting pipe; After the first-level orifice pipe is lowered into the hole, grouting is carried out into the 1# mold bag through the 1# grouting pipe; The grouting material adopts cement-water glass double-liquid slurry. The grouting parameters are as follows: the water-cement ratio of the cement slurry, that is, the mass ratio of water to 42.5R ordinary cement, is 1:1; the water glass concentration is between 35~42Be, and the modulus is 2.3 ~3.0, the volume ratio of 42.5R ordinary cement single slurry and water glass is 2:1, and the final pressure of grouting is selected as 2.5MPa; After the injected slurry solidifies, the 1# mold bag is propped up, and the surrounding broken and weak rock mass is squeezed at the same time, so as to achieve the purpose of tightly engaging the first-level orifice pipe with the broken surrounding rock and fixing the orifice pipe; After the first-level orifice pipe is fixed, use a coreless drill to construct the designed hole depth, and then lower the second-level orifice pipe made of seamless steel pipe; between the second-level orifice pipe and the first-level orifice pipe The cement roll is fixed and sealed. 7. The comprehensive control method for grouting in the permeation failure zone of weakly cemented rock mass at the top of an underground project as claimed in claim 6, wherein the length of the secondary orifice pipe is 10 to 15 m, and the front end 5 to 10 m is made into a flower tube , drill multiple groups of seepage holes. 8 . The comprehensive control method for grouting in the penetration failure zone of weakly cemented rock mass at the top of an underground project according to claim 1 , wherein in the step D), layered grouting reinforcement holes are arranged around the drainage and pressure relief holes, The layout method is arranged in a ring or rectangle according to the site construction conditions; the grouting reinforcement holes are divided into 3 sequences, among which the hole spacing of sequence I is 4~6m, the spacing of sequence II holes is 2~3m, and the spacing of sequence III holes is 1m , in the construction process, grouting is carried out for each sequence hole in sequence according to the order of I~III; The grouting material is cement-water glass double-liquid slurry. The grouting parameters are as follows: the water-cement ratio of the cement slurry, that is, the mass ratio of water to 42.5R ordinary cement, is 0.8:1~1:1; the water glass concentration is between 35~42Be, The modulus is 2.3~3.0, the volume ratio of 42.5R ordinary cement single slurry and water glass is 1:1~3:1, and the final pressure of grouting is 2~3MPa. 9 . The comprehensive control method for grouting in the seepage failure zone of weakly cemented rock mass at the top of an underground project according to claim 1 , wherein in the step E), the drainage and pressure relief holes are blocked by drainage-grouting and The two-stage grouting method of hydrostatic grouting includes the following steps: First, the seamless steel pipe is used to process the drain pipe, and the two ends of the drain pipe are threaded and connected to each other through the thread; The outer side of the top drain pipe is covered with a 2# mold bag made of geotextile, and the 2# mold bag is located between the 2# limiters; The upper and lower ends of the 2# mold bag are fixed on the outside of the drain pipe by means of wire bundling, and the lower end is connected to the 2# grouting pipe; The drain pipe is connected to the drilling rig through the thread, and is sent to the predetermined position through the drilling rig, that is, the 2# mold bag is placed 1~2m below the position of the main control water guiding channel in the drilling hole; After the drain pipe is put in, use the 2# grouting pipe to inject grouting into the 2# mold bag; The grouting material adopts cement-water glass double-liquid slurry. The grouting parameters are as follows: the water-cement ratio of the cement slurry, that is, the mass ratio of water to 42.5R ordinary cement, is 1:1; the water glass concentration is between 35~42Be, and the modulus is 2.3 ~3.0, the volume ratio of 42.5R ordinary cement single slurry and water glass is 2:1, and the final pressure of grouting is selected as 2~3MPa; After the injected slurry solidifies, hold up the 2# mold bag, squeeze the surrounding broken and weak rock mass to fix the drain pipe, and force the water in the hole to flow out through the drain pipe; The lower end of the drain pipe is connected with the secondary orifice pipe through a 1# grouting joint; The 1# grouting joint is connected to the secondary orifice pipe through a thread, and two round holes are machined on the bottom plate to pass through the drain pipe and the 2# grouting pipe respectively. After the drain and pressure relief holes are fixed, the three are welded and fixed; The annular space between the drain pipe and the hole wall becomes the slurry diffusion channel of the first stage grouting; The first stage of grouting is the water discharge-grouting stage, through the 3# grouting pipe connected with the 1# grouting joint, under the condition of water discharge from the discharge pipe, to reinforce the shallow surrounding rock of the discharge and pressure relief hole; The grouting material adopts cement single-liquid slurry, and the grouting parameters are as follows: the water-cement ratio of the cement slurry, that is, the mass ratio of water to 42.5R ordinary cement is 0.8:1~1:1, and the grouting pressure is 3~4MPa; 48 hours after the end of the drainage-grouting stage, the slurry gel can withstand the grouting pressure; The hydrostatic grouting stage is the stage of static pressure grouting by grouting the drain pipe to block the water-conducting channel. The end of the drain pipe is connected by the screw thread through the 2# grouting joint, and the water gushing can be closed by closing the high-pressure ball valve; The static pressure grouting is carried out through the 4# grouting pipe. The static pressure grouting mainly fills the drain pipe and the exposed water-conducting channel, and replaces the space where the groundwater exists with slurry, so as to block the channel, block the water source, and reinforce the The multiple purposes of the aquifer; The grouting material is cement single-liquid slurry, and the grouting parameters are as follows: the water-cement ratio of the cement slurry, that is, the mass ratio of water to 42.5R ordinary cement is 0.8:1~1:1, and the grouting pressure is 4~5MPa. 10. The comprehensive control method for grouting in the permeation failure zone of the weakly cemented rock mass at the top of an underground project according to claim 1, wherein in the step F), during the drilling operation and the grouting project implementation, according to the surrounding rock The monitoring section is arranged in the seepage instability and damage type disaster area and the affected area. The distance between the monitoring sections in the disaster area is 3~5m, and the monitoring section in the affected area is 5~10m, so as to monitor the roof settlement and the lateral side convergence deformation during the implementation of the project; Draw a monitoring curve to guide the dynamic adjustment of grouting pressure.